CN101215969A - Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method - Google Patents
Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method Download PDFInfo
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Abstract
The invention discloses a method for controlling distortion for deep large diameter shield tunnels to under-pass small diameter tunnels, which pertains to the technical field of tunnel engineering. According to the method, the control range of the stratum loss ratio of newly established tunnels and the optimum value of the support pressure of the shield cut surface are acquired by using the finite-element method; soil pressure in front of the shield cut surface is kept relatively balanced by setting the optimal value of the support pressure, and the support pressure fluctuation range of the cut surface is controlled to range from minus 10kPa to plus 10kPa; the stratum loss ratio of the newly established tunnels is controlled within the allowed range. According to the construction technique measures, a test propelling area is arranged before the shield reaches a cross position. In the area, construction is carried out according to the situation of the existing underground tunnels above; and construction parameters are controlled and regulated to adjust the support pressure, the propulsive velocity and the amount of the grout to be injected in time; the shield passes through the cross position in combination with the optimal values of the construction parameters of the test propelling area. The invention can not only ensure the construction of tunnels to be carried out safely and smoothly, but also minimize the influence of construction on ambient environment.
Description
Technical field
What the present invention relates to is a kind of control method of construction of tunnel technical field, specifically is the deformation control method of wearing the minor diameter tunnel under the buried shield tunnel of a kind of major diameter.
Background technology
Along with the arriving of urban underground space exploitation climax, adopt shield method to build various city tunnels such as underground railway and more and more be subject to people's attention in countries in the world.In nearly ten years, shield method has obtained fast development in China, has successfully grasped technology such as soil pressure shield structure, slurry shield already; Only be example with Shanghai City, 2007 the end of the year metro shield tunnel reached more than the 200km, other has 5 of the big section shield tunnels that pass through at the bottom of Huangpu River.In the new urban planning in Shanghai, the track traffic total kilometrage reaches more than the 500km; Build, reach more than 11 in Huangpu River tunnel of crossing of building and planning to build, other has diameter to reach the Chongming Yangtze River Tunnel of 15.0m large section.
Networking, the scale day by day of track traffic; track traffic and the development of city tunnel synchronous high-speed; make the city be faced with the problem how underground space resource is effectively utilized; underground construction space crossed inevitable, the fast development of urban infrastructure and the restriction of surrounding enviroment often make this class engineering circle scheme of avoiding of doing the best become preferred or even unique feasible scheme.Yet the track traffic facility has strict demand to Deformation control, subway tunnel itself space crossed often is exactly control point, the difficult point in the design and construction, and large diameter shield tunnel passes through the space crossed key point of planning, design and construction especially of traversing small diameter subway tunnel.Shield-tunneling construction can cause disturbance to surrounding soil, causes surface settlement or protuberance, and many at present measures such as the shield tunneling face is stable, shield endnote slurry come controlled deformation by controlling.And the shield structure closely passes through inevitable the grand heavy of established tunnel that also can cause of established tunnel, particularly large diameter shield tunnel passes through the minor diameter existing tunnel and more makes Deformation control be difficult to hold, and how making new built tunnel pass through established tunnel smoothly and making established tunnel be in safe controllable state is a difficult problem always.
Find through literature search prior art, application number is CN200410015918.X, the name of patent application is called " a kind of method and anti-deformation structure of carrying out the deep big foundation pit construction above operation tunnel ", this technology adopts the method that respectively sets at least one row's uplift pile in the operation tunnel soil at both sides, above the operation tunnel between the resistance to plucking row of piles, carry out soil excavation, when soil excavation when exposing described uplift pile, between the resistance to plucking row of piles, place or the pouring structure base plate, thereby effectively prevent the rebound deformation and the tunnel deformation of the surrounding soil that tunnel upper causes owing to soil excavation.This method only is applicable to cut and cover tunneling, and is confined to new construction of structures above existing tunnel, to wearing existing minor diameter tunnel and inapplicable under the particularly newly-built major diameter of the hidden construction process construction tunnel.
Summary of the invention
The present invention is directed to the deficiencies in the prior art and defective, proposed the deformation control method in a kind of large diameter tunneling close range down-traversing small diameter subway tunnel.The present invention at first comes the ground under the simulate given construction parameter condition and the distortion in tunnel by three dimensional finite element numerical analysis, determines optimized parameter.In the certain zone of existing tunnel, setting pilot region according to on-site actual situations then, carry out tentative construction with the optimized parameter of determining, if the distortion in the pilot region meets the demands, then carry out formal crossing construction, like this, make it can guarantee existing tunnel safety smooth construction, and the influence to surrounding environment of can as far as possible reducing to construct.
The present invention is achieved by the following technical solutions, comprises the steps:
The first step calculates new built tunnel stratum loss late control range and shield tunneling face supporting pressure optimum value at relative position, soil nature condition, edpth of tunnel and the existing tunnel Deformation control standard application Finite Element of cross tunnel, and is specific as follows:
1. three-dimensional finite element model scope: horizontal direction should be greater than (2H+3D+L) rice, and depth direction should be greater than (2H+2D) rice, and wherein, H is the top buried depth of new built tunnel, and D is the diameter of new built tunnel, and L is tunnel, a newly-built left and right sides clear spacing; Height determines that according to engineering is actual new built shield tunnel places the centre of model, and the bottom surface is 2D at the bottom of the tunnel.
2. fringe conditions is set as follows in calculating: the inboard free boundary that adopts in tunnel, the bound level displacement of model both sides, the vertical and horizontal movement of model bottom constraint simultaneously.
3. the constitutive relation of soft soil layer adopts the modified cambridge model of considering elastic-plastic strain, and sandy soil layer adopts More's enclosed pasture model, and tunnel structure is taken as elastic body.
4. in the model new built tunnel is set the Different Strata loss late, then calculate the face of land and existing tunnel deflection, draw out stratum loss late and deflection graph of relation." Shanghai City operated subway protecting tunnel standard " regulation: operated subway structure facility absolute settlement amount must be less than 20mm, and a day structure of the subway settling amount must be less than 1mm.Determine the control range of new built tunnel stratum loss late according to this Deformation control standard.
5. the shield tunneling face is provided with according to earth pressue at rest and calculates the trapezoidal supporting pressure of gained in model, then make supporting pressure near earth pressue at rest, change, introduce the notion of supporting pressure ratio, actual supporting pressure of the face that promptly excavates and the ratio that calculates gained supporting pressure according to earth pressue at rest, draw the relation curve of existing tunnel and surface deformable and shield support pressure ratio, and draw the supporting force value that makes that existing tunnel distortion is minimum according to curved line relation.
Second step kept the shield tunneling relative equilibrium of water and soil pressure in front by supporting pressure optimum value is set, and strict control excavation face supporting pressure oscillation scope, can be controlled at ± 10kPa according to the construction needs.Simultaneously in existing subway tunnel, automatic monitoring system is installed, adjusts in real time according to monitored data.
The 3rd step, new built tunnel stratum loss late is controlled in the allowed band, concrete working measure is as follows: adopt synchronous grouting, and strict control grouting pressure, grouting amount and slurries quality assurance shield tail stratum are stable, rationally set grouting pressure according to earthing pressure, and in time adjust according to composite factors such as excavation face supporting pressure, grouting pressure generally is controlled at 0.2～0.4MPa; According to shield tail gap accurate Calculation grouting amount, grouting amount generally is taken as 150%～200% of voidage, can in time adjust according to the deformation measurement data of existing subway tunnel, should guarantee in the slip casting process that slurries are not diluted by muddy water; Should guarantee shield structure low speed, the stable propelling in the crossing process, fltting speed generally is controlled in the 10mm/min; The later stage distortion of ftercompction slip casting control soil layer.
The 4th step, according to above technology measure, before the shield structure is about to arrive crossover sites, set test and advance the zone, in this zone according to above exist the situation of existing subway tunnel to construct.Each construction parameter is adjusted in control, with the optimum value of construction parameters such as timely adjustment supporting pressure, fltting speed and grouting amount.
The 5th step, the shield structure formally passes through crossover sites, in the work progress, strengthen existing tunnel distortion and surface deformation monitoring, particularly with of the distortion of new built tunnel at a distance of nearest subway tunnel position, can carry out settlement observation by the automatic monitoring system that is installed in the subway tunnel, and in time adjust construction parameter, carry out smoothly to guarantee crossing construction safety according to monitoring result.When the subway tunnel subsidence is excessive, strengthen shield tail grouting amount, when subway tunnel produces the protuberance distortion, should reduce grouting pressure and grouting amount, and guarantee that the shield structure advances and carry out continuously, and speed is unsuitable too fast.After the shield structure passes through,, cross section is implemented micro-destabilization slip-casting to the soil body in new built tunnel, further stablize the posterior settlement of existing tunnel according to monitored data.
For guaranteeing the smooth implementation of above step, before carrying out finite element analysis, can carry out following aspects of works: field engineering exploration (comprising clay distribution, soil body mechanics index of physics etc.), clay distribution can determine that soil body mechanics index of physics can obtain by conventional soil test by cone penetration test; The trend of existing traversing small diameter subway tunnel, buried depth, the locus in newly-built major diameter tunnel, the at grade intersection position in two tunnels, information such as intersecting angle and minimum spacing.
The present invention has taken all factors into consideration each factor that causes the face of land and existing tunnel distortion, is applicable to silt clay, clay, sandy soil, silt, has solved the deficiency and the defective of former technology.By the every construction parameter of reasonable adjustment, guaranteed the smooth construction of new built tunnel, guaranteed the safety of existing tunnel and surrounding enviroment again.The present invention is applicable to similar operating mode, provides an important techniques to guarantee for large diameter shield tunnel in the weak soil closely passes through existing minor diameter constructing tunnel.
Description of drawings
The plan view of the existing subway tunnel of Fig. 1 large diameter tunneling close range down
The profile of the existing subway tunnel of Fig. 2 large diameter tunneling close range down
Fig. 3 three-dimensional finite element mesh
Fig. 4 existing subway tunnel maximum settlement amount and stratum loss late graph of a relation
Fig. 5 shield tunneling face mud hydraulic pressure ratio and existing subway tunnel settling amount graph of a relation
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment has provided detailed embodiment and process being to implement under the prerequisite with the technical solution of the present invention, but protection scope of the present invention is not limited to following embodiment.
Embodiment is an example to wear existing Metro Tunnel under the cross-river tunnel of Shanghai City.
(1) calculates new built tunnel stratum loss late control range and shield tunneling face supporting pressure optimum value according to the relative position and the on-site actual situations application Finite Element of cross tunnel.Built subway tunnel external diameter 6.2m in this project, upper and lower line plane, tunnel clear distance is 4.54m.The newly-built cross-river tunnel and the subway tunnel space intersection place plane angle of cut are 56 °, minimum vertical clear spacing 2.68m.Cross-river tunnel is line clear spacing 12.06m up and down, and tunnel diameter is 11.36m, and center, tunnel buried depth is 34.68m.Accompanying drawing 1 is the plan view of the existing subway tunnel of large diameter tunneling close range down, and accompanying drawing 2 is the profile of the existing subway tunnel of large diameter tunneling close range down.Newly-built tunnel top buried depth H=29m, tunnel diameter D=11.36m, L=12.06m, three-dimensional finite element model length is taken as 200m, wide 100m, high 70m, the FEM (finite element) calculation grid is as shown in Figure 3.Fringe conditions is set as follows in the calculating: the inboard free boundary that adopts in tunnel, the bound level displacement of model both sides, the vertical and horizontal movement of model bottom constraint simultaneously.The constitutive relation of soft soil layer adopts the modified cambridge model of considering elastic-plastic strain, and the sand constitutive relation adopts More's enclosed pasture model, and tunnel structure is taken as elastic body.
Stratum loss late controlling value is determined: in the model, newly-built cross-river tunnel stratum loss late is made as different value respectively, then calculates existing subway tunnel and surface settlement.The result shows that existing subway tunnel maximum settlement value is respectively 6.1mm, 14.8mm and 25.6mm when newly-built left line cross-river tunnel stratum loss late is 0.5%, 1.0% and 1.5%; Line cross-river tunnel stratum, newly-built left and right sides loss late is 0.5%, 1.0% and at 1.5% o'clock, and existing subway tunnel maximum settlement value is respectively 8.3mm, 23.7mm and 41.2mm.Draw existing subway tunnel maximum settlement amount and stratum loss late graph of a relation; as shown in Figure 4; and according to Shanghai City operated subway protecting tunnel standard; be that operated subway structure facility absolute settlement amount is no more than 20mm, the stratum loss late of left and right sides cross-river tunnel all must be controlled in 0.85% as can be known.
The mud hydraulic pressure optimum value is calculated: this engineering adopts major diameter slurry pressurization equilibration formula shield structure, in the FEM (finite element) calculation, earlier apply the supporting force value of calculating according to earth pressue at rest at the shield tunneling face, shield structure top mud hydraulic pressure is 445.5kPa, and the bottom is 610.2kPa.Excavation face mud hydraulic pressure is reduced gradually than (promptly excavating actual mud hydraulic pressure of face and the ratio that calculates the gained mud hydraulic pressure according to the stationary water soil pressure), existing like this subway tunnel settling amount can increase gradually, draw shield tunneling face mud hydraulic pressure ratio and existing subway tunnel settling amount curved line relation, as shown in Figure 5.Draw when the mud hydraulic pressure ratio is 0.9 (when the ratio of actual mud hydraulic pressure and stationary water soil pressure is 0.9) existing subway tunnel deformation values minimum by curve relation figure, therefore shield structure top mud hydraulic pressure optimum value is 445.5 * 0.9=401.0kPa, and bottom mud hydraulic pressure optimum value is 610.2 * 0.9=549.2kPa.
(2) guarantee excavation face soil stabilization, at the shield tunneling face supporting pressure optimum value is set, promptly excavate face top mud hydraulic pressure and be made as 401.0kPa, the bottom mud hydraulic pressure is made as 549.2kPa, and the control fltting speed is 5mm/min～10mm/min, the mud hydraulic pressure fluctuation range is controlled at ± 10kPa with interior to keep the stability of shield structure the place ahead soil layer.
(3) test advances, and advances at the shield structure and sets a 400m specific region before approaching to subway tunnel and test and pass through, and exists according to top fully and carries out the shield structure under the situation of subway tunnel and advance, and new built tunnel stratum loss late is controlled in 0.85%.By monitored data, the proportioning when exploring mud hydraulic pressure variations, the variation of muddy water parameter, the correction of shield structure, fltting speed, simultaneous grouting slurry injection rate, injection etc. are to the influence of soil body sedimentation, thus the construction parameter when determining to pass through.
(4) passing through the zone, otch water pressure fluctuations value is being controlled in the 10kPa; For the stratum loss late is controlled in 0.85%, adopt timely, uniform single liquid synchronous grouting form, the slip casting position is the injected hole on the section of jurisdiction.Every section of jurisdiction of through section has 4 injected holes, and every endless tube sheet amounts to 32 injected holes.Injecting paste material mainly is made up of hydrated lime, sand, flyash, swell soil, water and Admixture, after the slip casting early stage slurries for flowing, later strength is higher, its density is 2.006 * 10
3/ m
3, denseness is 9.3cm, and 3d intensity is 0.19MPa, and 14d intensity is 0.415MPa, and 28d intensity is 0.75MPa, 46d intensity is 1.06MPa, and has the performance that anti-preferably muddy water washes away dilution.Driving speed is controlled at 5mm/min～10mm/min, and according to constantly adjusting fltting speed with the ground monitoring data in the existing subway tunnel.
(5) after the shield structure passes through, the sedimentation of setting up special monitoring group to pay close attention to existing subway tunnel 24 hours every days changes, data according to ground monitoring and electronic horizontal ruler, cross section is implemented micro-destabilization slip-casting to the soil body in new built tunnel, grouting pump is arranged in the new built tunnel, grouting serous fluid adopts the biliquid slurry, further to stablize the posterior settlement of subway tunnel.Finally, the stratum loss late when left line cross-river tunnel passes through existing subway tunnel is 0.61%, and according to monitoring day after day after passing through, existing subway tunnel settling amount maximum value is 7.5mm; Stratum loss late when right line cross-river tunnel passes through existing subway tunnel is controlled to be 0.69%, and the sedimentation maximum value after passing through is 13.1mm.Newly-built cross-river tunnel passes through existing subway tunnel smoothly safely, and the settlement Control of existing subway tunnel is very desirable, meets the control requirement fully.
Claims (6)
1. the deformation control method in a large diameter tunneling close range down-traversing small diameter subway tunnel is characterized in that, comprises the steps:
The first step calculates new built tunnel stratum loss late control range and shield tunneling face supporting pressure optimum value at relative position, soil nature condition, edpth of tunnel and the existing tunnel Deformation control standard application Finite Element of cross tunnel, and is specific as follows:
1. three-dimensional finite element model scope: horizontal direction should be greater than 2H+3D rice, and depth direction should be greater than H+2D rice, wherein, H is the top buried depth of new built tunnel, and D is the diameter of new built tunnel, and height is determined according to engineering is actual, new built shield tunnel places the centre of model, and the bottom surface is 2D at the bottom of the tunnel;
2. fringe conditions is set as follows in calculating: the inboard free boundary that adopts in tunnel, the bound level displacement of model both sides, the vertical and horizontal movement of model bottom constraint simultaneously;
3. the constitutive relation of soft soil layer adopts the modified cambridge model of considering elastic-plastic strain, and sandy soil layer adopts More's enclosed pasture model, and tunnel structure is taken as elastic body;
4. in the model new built tunnel is set the Different Strata loss late, then calculate the face of land and existing tunnel deflection, draw out stratum loss late and deflection graph of relation, determine the control range of new built tunnel stratum loss late;
5. the shield tunneling face is provided with according to earth pressue at rest and calculates the trapezoidal supporting pressure of gained in model, then make supporting pressure in the earth pressue at rest accessory change, draw the relation curve of existing tunnel and surface deformable and shield support pressure, and draw the supporting force value that makes that existing tunnel distortion is minimum according to curved line relation;
In second step, by the relative equilibrium that supporting pressure optimum value keeps water and soil pressure in face of the shield tunneling is set, and control excavation face supporting pressure oscillation scope is at ± 10kPa;
The 3rd step was controlled at new built tunnel stratum loss late in the allowed band, was specially: adopt synchronous grouting, grouting pressure is controlled at 0.2MPa～0.4MPa, and grouting amount is taken as 150%～200% of voidage, the later stage distortion of ftercompction slip casting control soil layer;
The 4th step, according to above technology measure, before the shield structure is about to arrive crossover sites, set test and advance the zone, in this zone according to above exist the situation of existing subway tunnel to construct, each construction parameter is adjusted in control, with timely adjustment supporting pressure, fltting speed and grouting amount;
In the 5th step, the shield structure passes through crossover sites.
2. the deformation control method in large diameter tunneling close range down-traversing small diameter subway according to claim 1 tunnel, it is characterized in that, in the described first step, the described control range of determining new built tunnel stratum loss late, be meant: operated subway structure facility absolute settlement amount is less than 20mm, and day structure of the subway settling amount is less than 1mm.
3. the deformation control method in large diameter tunneling close range down-traversing small diameter subway according to claim 1 tunnel is characterized in that, in described second step, in existing subway tunnel automatic monitoring system is installed, and adjusts in real time according to monitored data.
4. the deformation control method in large diameter tunneling close range down-traversing small diameter subway according to claim 1 tunnel is characterized in that, in described the 3rd step, fltting speed is controlled in the 10mm/min in the crossing process.
5. the deformation control method in large diameter tunneling close range down-traversing small diameter subway according to claim 1 tunnel, it is characterized in that, in described the 5th step, the shield structure formally passes through in the crossover sites work progress, strengthen existing tunnel distortion and surface deformation monitoring, carry out settlement observation by the automatic monitoring system that is installed in the subway tunnel, and in time adjust construction parameter according to monitoring result, when the subway tunnel subsidence surpasses control range, strengthen shield tail grouting amount, when subway tunnel produces the protuberance distortion, reduce grouting pressure and grouting amount, and the propelling of assurance shield structure is carried out continuously.
6. the deformation control method in large diameter tunneling close range down-traversing small diameter subway tunnel according to claim 1 or 5, it is characterized in that, in described the 5th step, after the shield structure passes through, according to monitored data, cross section is implemented micro-destabilization slip-casting to the soil body in new built tunnel, further stablize the posterior settlement of existing tunnel.
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| CN115928798B (en) * | 2023-03-13 | 2023-05-23 | 北京城建设计发展集团股份有限公司 | Method for passing through existing underground structure of rail transit through ultra-small clear distance long-distance oblique crossing |
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2008
- 2008-01-17 CN CNA2008100327380A patent/CN101215969A/en active Pending
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